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Wood Column <br />Affinity Design GroupLic. # : KW-06011953 <br />DESCRIPTION:Patio Posts <br />.Code References <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Wood Section Name 4x4Analysis Method : <br />9.5 Overall Column Height ft <br />Allowable Stress Design <br />( Used for non-slender calculations )Allow Stress Modification Factors <br />End Fixities Top & Bottom Pinned <br />Wood Species Douglas Fir-Larch <br />Wood Grade No.2 <br />Fb + 900.0 <br />900.0 psi <br />1,350.0 <br />625.0 <br />180.0 <br />575.0 <br />31.210 <br />psi Fv psi <br />Fb - Ft psi <br />Fc - Prll psi <br />psi <br />Density pcf <br />Fc - Perp <br />E : Modulus of Elasticity . . . <br />1,600.0 <br />580.0 <br />1,600.0 <br />580.0 <br />Cfu : Flat Use Factor 1.0 <br />Cf or Cv for Tension 1.50 <br />Use Cr : Repetitive ? <br />Kf : Built-up columns 1.0 NDS 15.3.2 <br />Exact Width 3.50 in <br />Exact Depth 3.50 in <br />Area 12.250 in^2 <br />Ix 12.505 in^4 <br />Iy 12.505 in^4 <br />Wood Grading/Manuf. Graded Lumber <br />Wood Member Type Sawn <br />Ct : Temperature Factor 1.0 <br />Cf or Cv for Compression1.150 <br />1,600.0 <br />Axial <br />Cm : Wet Use Factor 1.0 <br />Cf or Cv for Bending 1.50 <br />x-x Bending y-y Bending <br />ksi No <br />Minimum <br />Basic <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT X-X Axis = 9.5 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 9.5 ft, K = 1.0 <br />Brace condition for deflection (buckling) along columns : <br />. Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Column self weight included : 25.223 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Roof & Seismic Loads: Axial Load at 9.50 ft, D = 0.420, Lr = 0.620, E = 0.10 k <br />.DESIGN SUMMARY <br />PASS <br />PASS <br />Max. Axial+Bending Stress Ratio = 0.2044 <br />Location of max.above base 0.0 ft <br />Applied Axial 1.065 k <br />Applied Mx 0.0 k-ft <br />Load Combination +D+Lr+H <br />Load Combination +0.60D+0.70E+H <br />Bending & Shear Check Results <br />Maximum Shear Stress Ratio = <br />Applied Design Shear 0.0 psi <br />288.0 Allowable Shear psi <br />0.0 : 1 Bending Compression Tension <br />Location of max.above base 9.50 ft <br />: 1 <br />At maximum location values are . . . <br />Applied My 0.0 k-ft <br />Maximum SERVICE Lateral Load Reactions . . <br />Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br />Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' <br />Maximum SERVICE Load Lateral Deflections . . . <br />Along Y-Y 0.0 in at 0.0 ft above base <br />for load combination : n/a <br />Along X-X 0.0 in at 0.0 ft above base <br />Fc : Allowable 425.495 psi <br />Other Factors used to calculate allowable stresses . . . <br />for load combination : n/a <br />. <br />Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDC Load Combination Stress Ratio Location Stress Ratio Status LocationPStatus <br />Load Combination Results <br />+D+H 0.900 PASS PASS 0.0 0.0 9.50 ft0.297 ft0.08770 <br />+D+L+H 1.000 PASS PASS 0.0 0.0 9.50 ft0.270 ft0.08685 <br />+D+Lr+H 1.250 PASS PASS 0.0 0.0 9.50 ft0.219 ft0.2044 <br />+D+S+H 1.150 PASS PASS 0.0 0.0 9.50 ft0.237 ft0.08590 <br />+D+0.750Lr+0.750L+H 1.250 PASS PASS 0.0 0.0 9.50 ft0.219 ft0.1746 <br />+D+0.750L+0.750S+H 1.150 PASS PASS 0.0 0.0 9.50 ft0.237 ft0.08590 <br />+D+0.60W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.08427 <br />+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.1723 <br />+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.08427 <br />+0.60D+0.60W+0.60H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.05056 <br />+D+0.70E+0.60H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.09752 <br />+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.09421 <br />Raymar Street - Santa Ana Page 12 of 116 <br />1306 W Raymar St <br />11/14/22